Loading...
HomeMy WebLinkAboutB16-1175 040-050-057STORM WATER MITIGATION, PLAN INFORMATION; 3) Inactive soil stockpiles shall be covered. Active stockpiles shall be Property Owner Information: covered prior to a forecasted rain event. Susan Ricketts, 1750 Oro Chico Highway, Durham, 95938 SCOPE OF WORK 7. Interior materials, trim and finishes as directed by Owners (530) 693-3199 4) Cover bare soils with barley and straw, typical Project consists of constructing a new 2 -car garage with a covered breezeway attaching it to the existing residence. A new door is to be 8. Contractor to remove all construction debris from jobsite prior to Contractor Information: 5) Washing of concrete equipment and tools at any other location than a installed in the residence, replacing an existing window, under the new completion of job. as yet undetermined designated concrete washout is a violation of law and subject to fine. covered breezeway, Existing underground electrical and gas line locations to be confirmed by Contractor or -Owner prior to construction. Existing 9. Designer is responsible only for the preparation of a minimum set of Parcel size: 27,433 s.f. 6) Soils tracked off site into streets shall be cleaned up at the end of each concrete walkway to be removed and replaced where impacted by new plans to be used to obtain a building permit. Disturbed soil area: Approximately 800 s.f. work day. garage. Existing center lawn area to be removed and gravel drive to be adjusted as needed for garage access. CONCRETE 7) Rock bags (minimum 2 per side) shall be placed at all drain inlet Estimated construction start and end dates: August 15 - October 15, 2016 I 10. All concrete is to be poured on undisturbed soil, to be 5 sack mix, and EROSION CONTROL NOTES: locations within 50' of project site. , This project is located within a designated Flood Zone. A Flood Plain have a minimum 28 day compressive strength of 2500 psi. The BMP's (Best Management Practices) listed below must be in place during Declaration Form is attached. y the rain season October 15 through April 15 and may be required at other 8) All trash must be collected and stored properly. Do not let items such 11. Reinforcing steel to be intermediate grade deformed bars type N GR Y { 9 P ) Y a as drywall mud boxes, paint buckets, cleaning material containers, etc. 40. times based on weather and site conditions throughout the year. The BMP's ' listed are minimum requirements and additional BMP's could be required come in contact with any rainfall or storm water runoff, GENERAL NOTES based on site conditions. 1. All work on this project shall conform to the 2013 California Building 12, All flatwork adjacent to the building is to slope away from structure at 9) The erosion control plan shall be re-evaluated and adjusted Code (CBC), 2013 California Residential Code (CRC), 2013 California 1/4:12. 1) No soil disturbance shall occur prior to obtaining a building or grading accordingly as the site changes and after rain events. Plumbing Code (CPC), 2013 California Electrical Code (CEC), 2013 California permit. Fire Code (CFC), and the 2013 California Green Building Standards Code. ROUGH CARPENTRY 10) Provide positive drainage away from house with swales and grade at 13, Structural framing shall be Douglas Fir of the grades indicated or 2) Contractor to be responsible for erosion control. 2% minimum, typical. 2. The Contractor shall verify all site conditions and the relationship of better (WWPA Grading Rules) unless noted otherwise: BUTTE buildings to the site and the required setbacks. Any discrepancy from these eaNrY Exposed Beams and Posts .. , . .. No. 1 drawings is to be reported to the Owner and the Designer. P Concealed Beams and Posts.... .. No, 2 SEP 06 2016 3. Finish grade and finish floor elevation to be field set. Finish .grade to 2 x Joists and Rafters .... , ... , .No, 2 DEVELOMENT provide positive drainage away from structure at 1:20, minimum. Stud, sills, plates . . .. . . . . ...... No, P P PTDF SERVICES= Sills on concrete , . , .. . �; ` S 4. All dimensions are to face of stud, face of concrete, or face of post, Misc. Framing not noted .. , .....Nos 2 LmA\�dimensions are to be used and to take -e,��rteC 12'x.©o i� Sq �Lv �� . �. unless noted otherwise. Wratten 14, Install blocking as required to support finish hardware and fere precedence over scale. stopping to cut off concealed draft openings as required by code. „� � ,� � ,, ,,,� ,,�, ,_ ,�,_., 5 The Contractor shall coordinate all structural, plumbing, and electrical ,_,A SE�,T�G systems. 15, Plywood shall be of the designated grade and shall meet the WArequirements of the U.S, product standard PS 1=38. 6. Unless specified otherwise, actual construction detail, equipment and shall be as determined b Owner and Contractor, In 16. Framing hardware shall be Simpson strong -tie or approved equal, with material selectionY �` '~ M,� general, materials, textures, colors, and details to match existing, connections as specified, f , R 17. Provide solid bearing continuous from all beams to foundation. �2- DICE - 6 A ILA C, S.OFESS/ cs �44 � ri14EDY PROVIDE "FINISHED TION FL CONSTRUC Ll��yJ_ N CERTIFICATE P IORTO v REVISIONS BY 7/2 U) Z UJ X a CO I I I 0Z dco 0 o Z O to +� �rn �0 o w LL cn 4) CD 0C) LO o°0 aU W to — 04v co co r ELEVATIO --- 1 11 L BUILDING INSPECTION TO C 7 : $8 r„ FINA EXP. alb .� •,/1 L t , .�}` _BUILDING DIVISION F T, G O a� !r 1 1 ? E� f `sT ,. .t. . I OJ 0 ST L �LY� S • p � 'C THESE PLANHAVE BEEN R _\,EWEE7 FOR COMPLIANCE 1L. I , ..... _.. �.,....�...� ....,,... i .._.,.,, ONLY WITH THE ATTACHED >, ' TURAL CALCULATIONS _ STRUCTURAL ,.-_41 T 11 4. I " <e6v — ft7� n, _ ..Ci 4 r oma' ,- i� a ? I� ..190.40 /� /, ,� b t� A C/a � V i rt" 1 +� rE �� � � � t9 - � �" , MAI A t0 I? A IJ � ,.,. t� Qu , Wa �- A tt Ra t.i �- 4 E Lt 1 to C) .� c-o�l� rzacTl � � ! �. I. W x G , 11 __4 A e;. - .� _ - ._ a. iI �e t w< I,l- � APo tie n g . t _.. _ > I ►..TYP 10 J) r hh 11 i3 3 Dt,Z L I �� 1 T I PEI' . L_ n -fir... c�;�„ < �.: .,.�l 1 ,- � ,, < � �r�I C.,.'� a 12- 1 [,;.-°` Q�,.,t,. s. 4., �taP,'?' ���'Z PWA { .�- -1) 2 C► %z. I /^} y : 1 V " .� -. �...._ i I' - 2 x b >FOrA1G ti T --., a+ p SSk \ p g {1 Go l 3 - I L F -- 5�, , �' >. - c �a TSP 64A P-AC49 .f C - FLOOR PLAN STRUCTURAL NOTES.. ' } 1>) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL "�+, '� "� �✓ DRAWN c '`..".. oHEETS SOI FOR ADDITIONAL INFORMATION. �.. 2.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: CHECKED EXTERIOR WALL: 2x4 DF STUD AT 16 O.C. "�• > DATE 3.) SEE DETAIL 5/SDI FOR TYPICAL STUD WALL , 12- , , {� 1 ELEVATION AND TYPICAL WALT. OPENING SCHEDULE, � � '"f' A SCALE 4 4.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS • � Ae 1� OR HARDWARE FOR EXISTING FRAMING WITHOUT .T 'f.i0 rri! ¢, THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD, JOB NO. 5) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT r__:.— SHEET TO THE �.. ..--»-* ENG.N£ER OF RECORD. _ � .6. ALL EXPOSED FRAMING SHALL BE PRESSURE � r•I wx PERMIT-# '1 I �� TREATED EDT TREATMENT CESS AND __...__ BUTTE COUNTY DE VELOPME NT SERVICES OAPPLICATION APPROPRIATE FOR £xPosuRE REVIEWED -- —-----`aP� `" ACCORDING TO MFR'S WRITTEN GUIDELINES. CODE COMPLIANCE elm details by others, trusses are net tv ue mvC1iI1Cu ill ally yvciy v, -lu- truss engineer approval. NOTE: CONFIRM ACTUAL BREEZEWAY . ,�` TM .M . rouOoAT AT A: _L_ t?, DIMENSIONS IN FIELD PRIOR TO ORDERING TRUSS CONSTRUCTION. Q° - 4. ROOF PITCH: 4.5 :12. Contractor to confirm existing and l _� -, ° ^ti Rto�tE... ..� match.1 I<.'' w "' 5. ROOF OVERHANG: 24" at eaves. Approximately 16" at gable "� ends -- Contractor to confirm existing and match. LNL 6. FASCIA: Seamless 5" fascia gutter to match existing garage. H I/ I I I'' ` I I i (Optional) ` _ 2 12 Sp -,. Go hit= t>Z �� raj Ir - 6 E P A f- 7. BARGE: 2 x 6 to match existing house. X� , � 8. HEADERS: Headers to be 4 x 12 D.F. #2 minimum, typical, t�, 4, unless otherwise noted on plans. , 9. BEAM ENDS: All beam ends to have continuous solid bearing to �t %I `~�t e -cel ,► � ., c a foundation. io '.�1tlt ii „I ,r Aja,., L -L.. ,, M.,. w ' s . ft. of net clear venting for each 150 sq. d . �. 10. VENTING. Pro q „ � I?Z space. All venting to be covered with 1/8 galvanized meta[ ft. of attic spa g mesh. 576 s.f. garage to have 3.9 s.f. net clear venting with 50% at 'ja'i l2" z �- � � { eaves and 50% near ridge. Covered breezeway with 240 s.f. of attic : to have 1.6 s.f. net clear venting with 50% at eaves and 50% near ridge with eyebrow vents installed on west side of ridge.)` Q�o�Essrat I1. Provide 22" x 30" minimum attic access to garage attic. C X88 m f EXP./r 01% f2- S�. CNIt ITFop CA1.�F��. J ,f THESE PLANS HAVE BEEN 16 r e� '4 r ,, >! " " � REVIEWED FOR COMPLIANCE Ov Hoa -5 Trfl. , +J I'- i �Gs�f = ' CfRU URAITHL CE ATTACHED STRUCTURAL CALCULATIONS 1 tl ROOF PLAN STRUCTURAL NOTES: FOUNDATION PLAN STRUCTURAL NOTES. r 1, SEE TYPICAL NOTE SHEET SN AND TYPICAL. DETAIL L SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL ) - ADDITIONAL INFORMATION. �� (I SHEETS SDi-SD2 FOR ADDITIONAL INFORMATION. SHEETS SDi SD2 FOR �j �� rs_� i 'T7 2.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA, 2,) PROVIDE' ANCHOR BOLT SIZE AND SPACING PER \/*t-44 � -rov L-- TECO, OR PITTSBURGH RATED SHEATHING, SPAN SHEAR WALi_ SCHEDULE AND TYPICAL DETAILS. ° ,a.... ir� f RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS. c MINIMUM LAB SECTION: (A� i"' Q APPLIED WITH LONG DIMENSION ACROSS SUPPORTS 3.) RECOMMENDED �,END£D U S r<2 . ! �' � �'' ��JT t P. � _.._.,. � ji' �- fil? � � � �� �% �� lr� 4�'" � � � PJl TQ AND ADJACENT PANELS STAGGERED WITH 4' ENDS � r AT 15" O.C. 1� } v A- 4 CONCRETE SLAB WITH #3 � l� Ifif� '�L7� � � V � � -Trp PLA � 6 � OFFSET 4. EDGE NAIL WITH 8d COMMON OR SECURELY LOCATED A7 MID -DEPTH OF SLAB.OFFSET LE . (0.131 -GN IL X 2 1/20 AT 6" O.C. AT r B- 2" SAND (DELETE AT EXTERIOR SLABS) -SEE � � e e A � no � f r �e>f�' o ALL PANEL EDGES, BOUNDARIES, GABLE ENDS, SOILS REPORT IF APPLICABLE, / BLOCKING AND WHERE INDICATED ON PLAN. FIELD pp ' NAIL AT 12" Q.C. PROVIDE i/8" GAP AT ALL PANEL C_ WATERPROOF MEMBRANE (DELETE AT EXTERIOR EDGES U,N.O. BY PANEL MANUFACTURER. AT ALL LOW SLABS) -SEE SOILS REPORT IF APPLICABLE. SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN, BETWEEN D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT � iF APPLICABLE, SUPPORTS AT ABUTTING PANEL EDGES. £- PROPERLY PREPARED SU$GRADE-SEE SOILS REPORT IF APPLICABLE. ( 3.) SEE NOTE SECTION 8 -SN FOR ROOF TRUSSES BY F-- CONTRACTOR TO PROVIDE CONTROL JOINTS AT % t}GeLA �7' OTHERS. 10,-0" O.C- EA, WAY MAX,' 4.) TYPICAL HEADER BELOW SHALL BE 4X12 DF-Lii 4_) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: �z uNa. 5.) PROVIDE 4X POST MIN. AT ALL BEAM AND GIRDER EXTERIOR WALL: 2X6 OF STUD AT 15" O.C.z � � TRUSS BEARING POINTS AND CONTINUE IN WALL TO t F 5-) SEE DETAIL 5/S0I FOR TYPICAL STUD WALL FOUNDATION. + �F .d,. 'e„� ^[' ELEVATION AND TYPICAL WALL OPENING SCHEDULE. It + L 1 VI POS. ATTACHMENT OF ALL POST TO REAM. , � � _`.",'�,` " %' ��`"�",• 6.) PROVIDE BEAM TO BEAM, BEAM TO POST, AND POST 70 POST 6.) PLUMBING. SPRINKLER, AND MECHANICAL'co "'* CONN'S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS, SUBCONTRACTORS SHALL COORDINATE ALL WALL I al U.N.O, PER PLAN AND DETAILS. PENETRATIONS WITH FRAMING SUBCONTRACTOR.. M OR MODIFY SUPPORT MEMBERS OR 7.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR 0 # 7.) DO DW REMOVE E HARDWARE FOR EXISTING FRAMING WITHOUT THE 77tt HARDWARE FOR EXISTING FRAMING WITHOUT THE �K`1,{,�`. d tet" THE EXPRESS WRITTEN CONSENT OF THE ENG, OF I � ) �- EXPRESS WRITTEN CONSENT OF THE ENGINEER OF # f t` RECORD. 1'^e ~°''� RECORD. .... ti f ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND $. ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND 8') BROUGHT CONDITIONS SHALL BE IMMEDIATELY BROUGHT FIELD CONDITIONS SHALL BE IMMEDIATELYa q FIELD G TO THE ENGINEER OF RECORD. TO THE ENGINEER OF RECORD. 9,) ALL EXPOSED FRAMING SHALL BE PRESSURE 9.) ALL EXPOSED FRAMING SHALL BE PRESSURE,-�, lr �r TREATED WITH TREATMENT PROCESS AND APPLICATION v t TREATED WITH TREATMENT PROCESS AND APPLICATION ACCORDING TO MFR'S e APPROPRIATE FOR EXPOSURE ACCORDING TO MFR.'S00 APPROPRIATE FOR EXPOSURE 1 ? `7 #�s., Tl j L IL�. G'f C�i . PPRO~� WRITTEN GUiDELINES.6r 4!a Av WRITTEN GUIDELINES. m 10.) ROOF TRUSS LAYOUT SHALL BE REVIEWED BY ENGINEER 10.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN fl _- m AS TRUSS DESIGNS BECOME AVAILABLE FROM TRUSS COMPLIANCE WITH 2013 COC FASTENING SCHEDULE, 17- FdbT 1 j, 4 = j (". Y'-°'� MANUFACTURER. CONTRACTOR SHALL OBTAIN SiGNED TAE?L£ 2304.9.1, UNLESS NOTED OTHERWISE. cJ� '' Q / t ry }L TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD 4 S° i1 AND BUILDING DEPARTMENT APPROVAL PRIOR TO �i • �y {.-- ��•' CONSTRUCTION. CONTRACTOR TO VERIFY THE LOCATION AND LOADING a I 0 II'} G � 17- 1 -Fl l b V__ 61 JLA 0 r p F_A P1 11.) CO rr OF ALL TRUSS TO TRUSS MECHANICAL CONNECTIONS. ��f -3 IMMEDIATELY NOTIFY TRUSS COMPANY 4E' ANY 9 � (,7-) �-A+~�`� � °°� DISCREPANCIES. I f HALL BE FASTENED IN ; •, 12. ALL STRUCTURAL MEMBERS S ,/�)� ;y,y+J�� ♦` �y% COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE,. F I TABLE 2304-9,1, UNLESS NOTED OTHERWISE. u T .2� �a , -ir PERMIT # BUTTE._._...:�.........._-�__.....,..._.. _..,.�-... �,.�,.,...�...._.�.,_, ..._,,,.w �...,_...�.,._...,..._<..,.,,,,..._:.._,�...,,._... �.�.,..u.w ,w.....-.,...� a _.,..... _,� DEVELOPMENT SERVICES 1 d� l t REVIEWED FOR j4, " "{� CODE`COMPLIANCE _ DATEZ'7 F_ -XI ��T I �_J t� I� A I� t .A L -e,, L e21a �"c2-11"1 ��- L STA I L <,, ° 1,1 ATS: r-- qo I cr ti 0Add1~R ry F_ SJR 4 Y� \J/ -- 6i -A '_A, 6t, 57 7 fi I..;,,�..,.•,, .^ 1 t 1`..'4$....:,;`.'.R<w«,w -e:.. «.w..r..4.»w..,.,_ ,�.(�. i.3w�e•-• P «,° a _ 1 - DAY fqA �{{�/ 1 F'..+.^ e e < L.,1 ,, ELECTRICAL NOTES IJ A i -L --M o S L I ,14 � x \ P- � � 1. Garage outlets are to be 1$" minimum above finish floor and are to be GFI protected with the exception of any dedicated freezer or refrigerator � 14 r outlet. Contractor to confirm location (if any) of these with Owner. 2. Any exterior outlets to be GFI protected and have bubble -type FI C4rL00l k:2 - rA j4_i- Gt ru d iT 1 0T-0 l2 -TGFs,. waterproof housing, I All permanently -installed lights in garage to be high efficacy lighting (LED or fluorescent) and controlled by a manual -on vacancy sensor, 4. All exterior lights to be high efficacy or on a manual on/off switch with a motion sensor without an override and a timer or light sensor without an override. 5. Exact type and locations of all outlets, switches, fixtures, phone and cable jacks to be approved in field by Owner. A Fe t O r" PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE GENERAL STRUCTURAL NOTES 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: DOUBLE PLWD DIVISIONS I, II, III, AND IV U.N.O.: DF DOUGLAS FIR B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR DF -L CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH B) SEISMIC: PT PRESSURE TREATED DJ SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE P/C CONCRETE WITH SOIL OR WEATHER EXPOSURE: EA EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. P/T SEISMIC IMPORTANCE FACTOR: 1 EF EACH FACE REINF INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, DISABLED ACCESSIBILITY, EGRESS EL #5 BARS AND SMALLER 1 %" REQ'D REQUIRED ELEV MAPPED SRESPONSE ACCELERATIONS: Ss = 0.613, S1= 0.270 SLIP CRITICAL REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN EDGE NAILING #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE EQUAL E CLASS: D SEISMIC SITE RECORD ES EACH SIDE IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR SHEATHING CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" EXISTING TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SIMILAR SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.535, SDI = 0.335, Cs = 0.08 EXPANSION OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE SLAB -ON -GRADE EXT EXTERIOR STD STANDARD SEISMIC DESIGN CATEGORY: D EACH WAY STIFF STIFFENER DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL FRAMING: FIN BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS SQ WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. FJ BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12"OF CONCRETE OR SS STAINLESS STEEL FLR SEISMIC BASE SHEAR: 2.0 KIPS SWS SHEAR WALL SCHEDULE FNDN FOUNDATION SYM MORE, (80) BAR DIAMETERS U.N.O. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING T&B RESPONSE MODIFICATION FACTOR: R = 6.5 FOS FACE OF STUD C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS FS FAR SIDE TOC WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD FTG ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE TOF TOP -OF -FOOTING SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. TOP -OF -STEEL WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE GALVANIZED TOW TOP -OF -WALL GLB GLUE -LAM BEAM CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL TOE NAIL HDG HOT DIPPED GALVANIZED SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. C) WIND: HEADER UNO UNLESS NOTED OTHERWISE MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND VERTICAL HORIZ HORIZONTAL WIND SPEED: 110 MPH WORKPOINT ID INSIDE DIAMETER STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, WELDED WIRE FABRIC ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". WITH WIND EXPOSURE: C JOIST W/O WITHOUT BRACING, SCAFFOLDING, ETCETERA. JOINT C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 5. MASONRY USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) LIVE LOADS: ROOF 20 PSF THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. A) CEMENT MASONRY UNITS SHALL CONFORM TO CBC STANDARD 21-4, GRADE N, TYPE I, AND ICC REPORT. SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT B) Fm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2105.3. ABBREVIATIONS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. RESPONSIBILITY OF THE CONTRACTOR OR OWNER. WITH A MINIMUM STRENGTH OF 2,000 PSI. AB ANCHOR BOLT K KIPS F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY ADD'L ADDITIONAL L ANGLE G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER D) LAP REINFORCING THE GREATER OF 80 BAR DIAMETERS OR 3'-0". WALL,FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADJ ADJACENT LLH LONG LEG HORIZ. ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN ACCEPTABLE ALTERNATIVE. ALT ALTERNATE LLV LONG LEG VERT. FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY E) LOCATE ANCHOR BOLTS WITHIN 211 OF THE CENTER OF A CELL. ARCH ARCHITECTURAL LONG LONGITUDINAL THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL LONG SLOTTED HOLE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLKG BLOCKING LVL LAMINATED VENEER LUMBER 6. FRAMING/LUMBER H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER PER PLANS AND DETAILS. BOTT (B) BOTTOM MB MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT 6-1 MATERIALS: BTF BEAT TO FIT MECH MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE 6-6 CONNECTIONS: BTWN BETWEEN MFR MANUFACTURER FINISHES. A.) SHEATHING: CB CARRIAGE BOLTS MIN MISC. MINIMUM MISCELLANEOUS 1. ROOF SHEATHING: SEE PLANS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CCJ CONTROL JOINT 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED 2. FLOOR SHEATHING: SEE PLANS CIP CAST -IN-PLACE CONCRETE MTL METAL FOR THE FOLLOWING TYPES OF CONSTRUCTION: 3. WALL SHEATHING: SEE PLANS B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS NEAR SIDE EPDXY/MECHANICAL CONCRETE ANCHORS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL COLUMN NTS NOT TO SCALE THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONC CONCRETE OC ON CENTER DEPARTMENT, SHALL BE ICBG QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION CONN CONNECTION OD OUTSIDE DIAMETER WITH THIS TYPE OF PROJECT. CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND ING 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT PROVIDED). B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS. 3. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS WHERE REQUIRED. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. 6-2 GENERAL FRAMING: A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. 6-3 BEAM FRAMING: A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETCETERA. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS 8. ROOF FRAMING 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE TOP CHORD DEAD LOAD: 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 NOTES: 1.) DO NOT PLACE VENTS BELOW SHEAR WALLS OR ADJACENT TO HOLDOWN ANCHORS. PROVIDE 2'-6" MIN. HORIZONTAL CLEAR DISTANCE FROM HOLDOWN ANCHORS TO NEAREST EDGE OF VENT. 2.) DO NOT PLACE VENTS BELOW WALL STUDS, POSTS, KING STUDS, TRIMMERS, ETCETERA. 3.) PRIOR TO CONSTRUCTION PROPER VENT PLACEMENT SHALL BE VERIFIED BY OTHERS TO MEET THE INTENT OF THE BUILDING JURISDICTION FLOOD REQUIREMENTS AND THE REQUIREMENTS OF THE FLOOD ELEVATION CERTIFICATE CONTACT ENGINEER OF RECORD WITH ANY DISCREPANCIES. DO NOT PLACE VERTICAL FRAMING MEMBERS IN AREA ABOVE VENT FLOW THRU VENT BY P.T. DF SILL AND OTHERS (8" X 14" MAX) I / A.B. PER 3/SDI, 1 MAX_ OFFSET BEND, TYP: 3 TYPICAL FLOOD VENT DETAIL NO SCALE � LAP 2'-6" TYP. %FOUNDATION PER PLAN ARS TO MATCH CONT. REINF. CONT CONTINUOUS OPNG OPEN CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER CTR CENTER PERP PERPENDICULAR CTSK COUNTERSINK PL PLATE DBL DOUBLE PLWD PLYWOOD DF DOUGLAS FIR PLCS PLACES DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION DIA DIAMETER PT PRESSURE TREATED DJ DOUBLE JOIST P/C PRECAST CONCRETE EA EACH P/T POST -TENSIONED EF EACH FACE REINF REINFORCEMENT EL ELEVATION (DATUM) REQ'D REQUIRED ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF EQ EQUAL RECORD ES EACH SIDE SHTG SHEATHING (E) EXISTING SIM SIMILAR EXP EXPANSION SOG SLAB -ON -GRADE EXT EXTERIOR STD STANDARD EW EACH WAY STIFF STIFFENER FF FINISH FLOOR STL STEEL FIN FINISH SQ SQUARE FJ FLOOR JOIST SS STAINLESS STEEL FLR FLOOR SWS SHEAR WALL SCHEDULE FNDN FOUNDATION SYM SYMMETRICAL FOHC FREE OF HEART CENTER T&B TOP & BOTTOM FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) FS FAR SIDE TOC TOP -OF -CONCRETE FTG FOOTING TOF TOP -OF -FOOTING GA GAUGE TOS TOP -OF -STEEL GALV GALVANIZED TOW TOP -OF -WALL GLB GLUE -LAM BEAM TN TOE NAIL HDG HOT DIPPED GALVANIZED TYP TYPICAL HDR HEADER UNO UNLESS NOTED OTHERWISE HGR HANGER (SIMPSON) VERT VERTICAL HORIZ HORIZONTAL WP WORKPOINT ID INSIDE DIAMETER WWF WELDED WIRE FABRIC INT INTERIOR W/ WITH JST JOIST W/O WITHOUT 1T JOINT PERMIT #I A l � -I 11 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE__ _.� 2-% _I 1. L BY oQ�pFESS/04/ CN �--A ":-No. 75688' * . 6/ 0/18 JJ CIVIL\Q q�FOF CAS\F 0� 9/02/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS oft 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Q U (� V 1 G c^ W Q= o N� W z L.U^ C13 Q J C Qz= Q LD LU = Q O Q U �� J DJ U LI UCC 0 I- O V) O LIi -I REVISIONS: Al PC#1 9/02/16 - I DATE: 5/17/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-196 SHEET: SN FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENING- LOCATION 1. JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 1/2" X 0.131") + +_ ±_+ + _+ + +- ± -+ 3-3"X0.131"NAILS TOE NAIL -n---r 3 - 3" 14 GA. STAPLES �� �� 2. BRIDGING TO JOIST 2 - 8d COMMON (2 1/2" X 0.131") I I I 1+I POST PER PLAN WHERE OCCURS 2 - 3" X 0.131" NAILS TOE NAIL EACH END -!+ 1 2 - 3" 14 GA. STAPLES AND SPACING 3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 5. 2" SUBFLOOR TO JOIST OR GIRDER 2 - 16d COMMON (3 1/2" X 0.162") BLIND AND FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2" X 0.135") AT 16" O.C. AB ® 3'-9" O.C. 3" X 0.131" NAILS AT 8" O.C. TYPICAL FACE NAIL 1 11 11 3" 14 GA. STAPLES AT 12" O.C. SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2" X 0.135") AT 16" O.C. 4 - 3" X 0.131" NAILS AT 16" O.C. BRACED WALL PANELS BRACED WALL PANEL 4 - 3" 14 GA. STAPLES PER 16" SEN, TYP 7. TOP PLATE TO STUD 2 - 16d COMMON (3 1/2" X 0.162") I I I I I I POST AS REQ'D 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES SHEAR PLY 8. STUD TO SOLE PLATE 4 - 8d COMMON (2 1/2- X 0.131-) 1 1 I I+ I I I I I 4 - 3" X 0.131" NAILS AT 8" O.C. TOE NAIL tD 3 - 3" 14 GA. STAPLES AT 12" O.C. 2 - 16d COMMON (3 1/2" X 0.162") END NAIL 3-3"X0.131"NAILS i I I 3 - 3" 14 GA. STAPLES I°I II II II II 9. DOUBLE STUDS 16d (3 1/2" X 0.135") AT 24" O.C. I+ I 3" X 0.131" NAIL AT 8" O.C. FACE NAIL U_ 3" 14 GA. STAPLE AT 8" O.C. TRIMMERS 10. DOUBLE TOP PLATES 16d (3 1/2" X 0.135") AT 16" O.C. POST PER PLAN = 3" X 0.131" NAIL AT 12" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLE AT 12" O.C. II II II II GI I°I I DOUBLE TOP PLATES 8 - 16d COMMON (3 1/2" X 0.162") LAP SPLICE I 12 - 3" X 0.131" NAILS II II II II II TT II � I.1 12 - 3" 14 GA. STAPLES 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 8d COMMON (2 1/2" X 0.131") X 3-3"X0.131"NAILS TOE NAIL I 3 - 3" 14 GA. STAPLES 12. RIM JOIST TO TOP PLATE 8d (2 1/2" X 0.131") AT 6" O.C. 3" X 0.131" NAIL AT 6" O.C. TOE NAIL 3" 14 GA. STAPLE AT 6" O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS FACE NAIL 3 - 3" 14 GA. STAPLES 14. CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2" X 0.162") 16" O.C. ALONG EDGE 15. CEILING JOISTS TO PLATE 3 - 8d COMMON (2 1/2" X 0.131') 5-3"X0.131"NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 16. CONTINUOUS HEADER TO STUD 4 - 8d COMMON (2 1/2" X 0.131") TOE NAIL 17. CEILING JOISTS, LAPS OVER PARTITIONS 3 - 16d COMMON (3 1/2" X 0.162") MIN, TABLE 2308.10.4.1 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 18. CEILING JOISTS TO PARALLEL RAFTERS 3 - 16d COMMON (3 1/2" X 0.162") MIN, TABLE 2308.10.4.1 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 19. RAFTER TO PLATE 3 - 8d COMMON (2 1/2" X 0.131") 5 - 3" X 0.131" NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 8d COMMON (2 1/2" X 0.131") 2-3"X0.131"NAILS FACE NAIL 3 - 3" 14 GA. STAPLES 21. 1" X 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 22. WADER THAN 1" X 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 23. BUILT-UP CORNER STUDS 16d COMMON (3 1/2" X 0.162") 24" O.C. 3" X 0.131" NAILS 16" O.C. 3" 14 GA. STAPLES 16" O.C. 24. BUILT-UP GIRDER AND BEAMS 20d COMMON (4" X 0.192') AT 32" O.C. FACE NAIL AT TOP AND 3" X 0.131" NAILS AT 24" O.C. BOTTOMSTAGGERED ON 3" 14 GA. STAPLES AT 24" O.C. OPPOSITE ENDS 2 - 20d COMMON (4" X 0.192") FACE NAIL AT ENDS AND 3 - 3" X 0.131" NAILS AT EACH SPLICE 3 - 3" 14 GA. STAPLES 25. 2" PLANKS 16d COMMON (3 1/2" X 0.162") AT EACH BEARING 26. COLLAR TiE TO RAFTER 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 27. JACK RAFTER TO HIP 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS TOE NAIL 4 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3-3"X0.131"NAILS 3 - 3" 14 GA. STAPLES 28. ROOF RAFTER TO 2X RIDGE BEAM 2 - 16d COMMON (3 1/2" X 0.162") 3-3"X0.131"NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3-3"X0.131"NAILS 3 - 3" 14 GA. STAPLES 29. JOIST TO BAND JOIST - 3 - 16d COMMON (3 1/2" X 0.162") 4 -3" X 0.131" NAILS FACE NAIL 4 -3" 14 GA. STAPLES 30. LEDGER STRIP 3 -16d COMMON (3 1/2" X 0.162") 4 -3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARDS 1/2" AND LESS 6d" SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 2 3/8" X 0.113" NAIL" 19/32" TO 3/4" 8d OR 6d* 2 3/8" X 0.113" NAIL' 7/8" TO 1" SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT S 4" 10d OR Sd° TO FRAMING) 60 3/4* AND LESS 7/8" TO 1" 8d* 1 1/8" TO 1 1/4" tOd' OR 8d- 32. PANEL SIDING (TO FRAMING) 1/2" AND LESS 6d' 5/8" 8d' 33. FIBERBOARD SHEATHING' 1/2" No. 11 GAGE ROOFING NAIL` 6d COMMON NAIL (2" X 0.113") No. 16 GAGE STAPLE' 25/32" No. 11 GAGE ROOFING NAIL` 8d COMMON NAIL (2 1/2" X 0.131") No. 16 GAGE STAPLE' 34. INTERIOR PANELING 1/4" 4d� 3/8" 6d` TOP PLATE SHEAR PLY PER SHEAR PER 6/SDi WALL SCHEDULE TYPE SHEAR PLY "6" AT HEADER, TYPE EN AND NAILING EN HEADER PER PLAN CS16 STRAP KINGS/HOLDOWN POST PER PLAN SHEAR WALL WIDTH jWALL CONTINUES WHERE 1_ ---OCCURS PER PLAN (5) 16d ++++ + ++ PARTIAL PLAN AT TOP PLATE CORNER AND TEE 2. 7_1f DBL 2X TOP PLATE �- STI 26 STRAP, U.N.O., PER DETAIL BELOW- /\. CENTERED ON DISCONTINUITY STUD DIRECTLY UNDER SPLICE, TYP.--y TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES (12) MIN. BETWEEN SPLICES II ---STUD DIRECTLY UNDER SPLICE, TYP. 11 INTERSECTING WALL OR CORNER WHERE OCCURS- ] TYPICAL TOP PLATE SPLICE DBL 2X TOP PLATE F -AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" DIAMETER TITEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4" MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 12" MAX 4'-0" MAX AT (3) STORY AND TALLER 5" MIN 6'-0" MAX AT (1) AND (2) STORY (SEE SHEAR WALL SCHED.) Q�oFEss�oy9 K. B l< `YNo. 756881 * 6/ 0/18 J� CIV1\- q�FOF CAO 9/02/16 THESE PLANS HAVE BEEN REVIEWED PT DF -L FOR COMPLIANCE ONLY WITH THE SILL ATTACHED STRUCTURAL CALCULATIONS I I II 7" MIN PLATE WASHER I I U `-4 3 /" X 3" X .229", TYP MASA MASAP ANCHOR OPTION PER NOTE 4 1/2" DIA AB WITH FNDN PER PLAN 2" HOOK, TYP GENERAL NOTES: 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2- OR LESS FROM THE INSIDE FACE OF SHEATHING. TYPICAL SHEAR WALL PORTAL DETAIL el9 TYPICAL TOP PLATE SPLICE DETAIL 6 TYPICAL FNDN ANCHOR BOLT DETAIL 3 NO SCALE S D I NO SCALE S D 1 NO SCALE �Dl TOP PLATE PER 6/SDi -2 114 MAX. DEPTH FOR 2X4 PLATE - 3 1/2" MAX. DEPTH FOR 2X6 PLATE O �5 1/2- MAX A MAX ST`UD SPA © HEADER PER PLAN PER PL - EN, © + +_ ±_+ + _+ + +- ± -+ --7T- -r-- -n---r TYP �� �� + I I + I I I I I I 1+I POST PER PLAN WHERE OCCURS S REQ'D BY I I -- j I---1 -!+ 1 1 1 AND SPACING AND SPACING MIN II I•I I I i 4X6 BLK'G + I + I I+I i TYP. PER SHEAR WALL SCHED. 260 AB ® 3'-9" O.C. AS REQ'D I I°I I I 1 11 11 EDGES, TYP I + + + + Imo+ -_ 8d O 12" O.C. SEN, TYP 350 I I I I I I I POST AS REQ'D I+ SHEAR PLY I PER HOLDOWN 2'-0" MIN, 1 1 I I+ I I I I I - o ~-I tD I WALL SCHED. I°I � I i I I II 3TUD II II 1 I I°I II II II II Oil I+ I I I I'I I HOEDOWN U_ TRIMMERS I I + II II POST PER PLAN = a 3 PER PLAN I.I I 11 I II II II II II II GI I°I I =� I I°I II II I II II II II II TT II � I.1 SILL PLATE AND AB X N 17" I O KINGS/HOLDOWN POST PER PLAN SHEAR WALL WIDTH jWALL CONTINUES WHERE 1_ ---OCCURS PER PLAN (5) 16d ++++ + ++ PARTIAL PLAN AT TOP PLATE CORNER AND TEE 2. 7_1f DBL 2X TOP PLATE �- STI 26 STRAP, U.N.O., PER DETAIL BELOW- /\. CENTERED ON DISCONTINUITY STUD DIRECTLY UNDER SPLICE, TYP.--y TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES (12) MIN. BETWEEN SPLICES II ---STUD DIRECTLY UNDER SPLICE, TYP. 11 INTERSECTING WALL OR CORNER WHERE OCCURS- ] TYPICAL TOP PLATE SPLICE DBL 2X TOP PLATE F -AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" DIAMETER TITEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4" MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 12" MAX 4'-0" MAX AT (3) STORY AND TALLER 5" MIN 6'-0" MAX AT (1) AND (2) STORY (SEE SHEAR WALL SCHED.) Q�oFEss�oy9 K. B l< `YNo. 756881 * 6/ 0/18 J� CIV1\- q�FOF CAO 9/02/16 THESE PLANS HAVE BEEN REVIEWED PT DF -L FOR COMPLIANCE ONLY WITH THE SILL ATTACHED STRUCTURAL CALCULATIONS I I II 7" MIN PLATE WASHER I I U `-4 3 /" X 3" X .229", TYP MASA MASAP ANCHOR OPTION PER NOTE 4 1/2" DIA AB WITH FNDN PER PLAN 2" HOOK, TYP GENERAL NOTES: 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2- OR LESS FROM THE INSIDE FACE OF SHEATHING. TYPICAL SHEAR WALL PORTAL DETAIL el9 TYPICAL TOP PLATE SPLICE DETAIL 6 TYPICAL FNDN ANCHOR BOLT DETAIL 3 NO SCALE S D I NO SCALE S D 1 NO SCALE �Dl TOP PLATE PER 6/SDi -2 114 MAX. DEPTH FOR 2X4 PLATE - 3 1/2" MAX. DEPTH FOR 2X6 PLATE O �5 1/2- MAX A D A B F N B C _7 PROVIDE SIMPSON RPS22C WHERE ST STRAP AT EACH PLATE, -,, LATE, TOP PLATE E F (2) MIN PER NOTCH - -,,PER 6/SD1 OCCURS i I1 1/2" WALL FRAMING I MAX, TYP. PER PLAN, TYP I I 1- --PIPE AS OCCURS NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD. STUD WALL ELEVATION KEY MAX ST`UD SPA © HEADER PER PLAN IS O © KING STUDS PER SCHEDULE ® A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS Q BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH Q �� �� © STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. OPENING Ili■ " ■■II D A B F N B C _7 PROVIDE SIMPSON RPS22C WHERE ST STRAP AT EACH PLATE, -,, LATE, TOP PLATE E F (2) MIN PER NOTCH - -,,PER 6/SD1 OCCURS i I1 1/2" WALL FRAMING I MAX, TYP. PER PLAN, TYP I I 1- --PIPE AS OCCURS NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD. STUD WALL ELEVATION KEY ® HEADER PER PLAN IS TRIMMERS PER SCHEDULE © KING STUDS PER SCHEDULE ® A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS Q BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH Q NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED © STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. ® POST PER PLAN WHERE OCCURS 2X4 WALL OPENING SCHEDULE (110 MPH, EXPOSURE C) OPENING WIDTH TRIMMER/S KING STUD/S UP TO 3'-0" (1) 2X4 (1) 2X4 UP TO 5'-0" (2) 2X4 (2) 2X4 TYPICAL TOP PLATE NOTCH DETAIL 8 TYPICAL STUD WALL ELEVATION 5 NO SCALE SHEAR PLY AND NAILING PER PLA HOLDOWN AND PER SCHEDULE a. Common or box nails ore permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 Inches at supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. c. Common or deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") CONTINUOUS WA d. Common (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") WHERE OCCURS - e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113") nail g. Fasteners spaced 3 inches on center at exterior ridges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. h. Corrosion -resistant roofing nails with 7/16 inch diameter head and 1 1/8 inch length for 1/2 inch sheathing and 1 3/4 inch length for 25/32 sheathing. i. Corrosion -resistant staples with nominal 7/16 Inch crown and 1 1/8 inch length for 1/2 inch sheathing and 1 1/2 Inch length for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. I. For roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood structural panels. m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at intermediate supports of roof sheathing. p. Fasteners spaced 4 Inches on center at edges, 8 inches at intermediate supports. PLY AND 1116%1U11IG PER PLAN �ID 1 NO SCALE S D 1 6 CORNER WHERE OCCURS SD2 (5) 16d NAILS AT TOP PLATE PER 6/SD1 LAPPED CORNERS, TYP TYPICAL FASTENING SCHEDULE 10 TYPICAL CORNER HOLDOWN DETAIL 7 NO SCALE �Dl NO SCALE �Dl PROVIDE PANELS A MFR, 1 /8- BLOCK 8 BLOCK AT AL 16" MAX SPACING - " L SIMPSON HOLDOWN MODEL NUMBER MINIMUM DISTANCE FROM HOLDOWN CENTER OF POST CONCRETE ANCHOR SIZE TO FACE OF POST CONCRETE ANCHOR TYPE HOLDOWN FASTENERS ATPOST MINIMUM STEM WALL WIDTH SINGLE POUR CONDITION TWO POUR CONDITION HDU2 DBL 2X 1 5/16" SSTB16 GAP BETWEEN I I I,I I.I I HELD NAIL PER HDU4 DBL 2X 1 5/16" SSTB20 S REQ'D BY I I I I I I II II SHEAR WALL SCHED. 1 ANCHOR BOLT SPACING AND SPACING AND SPACING MIN II I•I I I II II Q 2X MUDSILL 12d ® 7" O.C. 8d ® 6" O.C. I�EN II II PER SHEAR WALL SCHED. 260 AB ® 3'-9" O.C. AS REQ'D I I°I I I 1 11 11 EDGES, TYP I I I I I I I COMPRESSION 8d O 12" O.C. A35 AT V-8" O.C. RBC AT 1'-2" O.C. 350 I I I I I I I POST AS REQ'D SHEAR PLY I PER HOLDOWN - PER SHEAR SCHEDULE I WALL SCHED. I°I � I II 3TUD II II 1 I I°I II II II II I I I'I I I I°I I`I I I I I I I I HOLDOWN II I II II 1 I PER I.I I 11 I II II II II II II GI I°I I II SCHEDULE I LI II \j I°I II II I II II II II II TT II � I.1 SILL PLATE AND AB SIZE/SPACING PER SCHED. 17" I FOUNDATION PER PLANSAMAM X NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS TYPICAL SHEAR WALL ELEVATION NO SCALE HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) SIMPSON HOLDOWN MODEL NUMBER MINIMUM DISTANCE FROM HOLDOWN CENTER OF POST CONCRETE ANCHOR SIZE TO FACE OF POST CONCRETE ANCHOR TYPE HOLDOWN FASTENERS ATPOST MINIMUM STEM WALL WIDTH SINGLE POUR CONDITION TWO POUR CONDITION HDU2 DBL 2X 1 5/16" SSTB16 SSTB20 6 SCREWS 6" HDU4 DBL 2X 1 5/16" SSTB20 SSTB24 10 SCREWS 6" GENERAL NOTES: 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE F2 NO SCALE S D 1 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE -q'I 1 ZZ 11 (1 ? BY � I 1��IIIJII Ili 4i 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com REVISIONS: A PC#1 9/02/16 GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 5/17/16 COMPRESSION POSTS/STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: RKB 75% NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. 4.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. JOB NUMBER: 16-196 SHEET: TYPICAL SHEAR WALL SCHEDULE 1 SD1 NO SCALE _ S D 1 ■ SHEAR WALL TYPE "N" FOR A MINIMUM SHEAR WALL LEGENDSTRUCTURAL N L X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2" DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CUP SPACING (PU) Q 2X MUDSILL 12d ® 7" O.C. 8d ® 6" O.C. 8d O 12" O.C. A35 AT 2'-8» O.C. RBC AT 1 -8 O.C. 260 AB ® 3'-9" O.C. 2X MUDSILL 12d ® 5" O.C. 8d ® 4" O.C. 8d O 12" O.C. A35 AT V-8" O.C. RBC AT 1'-2" O.C. 350 4* AB O 2'-9" O.C. I 1��IIIJII Ili 4i 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com REVISIONS: A PC#1 9/02/16 GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN DATE: 5/17/16 COMPRESSION POSTS/STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, SCALE: NTS 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX DRAWN BY: RKB 75% NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. 4.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. JOB NUMBER: 16-196 SHEET: TYPICAL SHEAR WALL SCHEDULE 1 SD1 NO SCALE _ S D 1 ■ BEAM PER PROVIDE GAP BETWEEN PANELS AS REQ'D. BY MFR., 1/8" MIN. ROOF PLY AND NAILING PER PLAN-7� MSTA24 STRAP AT PARALLEL TOP PLATE, UNO 2X4 OVERFRAMING AT 24" O.C. 1/2 TOP PLATE STRAP PER 6/SD1 ROOF PLY AND RBC CLIP PER SHEAR NAILING PER PLAN WALL SCHEDULE, ROOF TRUSSES LENGTH (3) 16d ROOF PLY OTHERWISE 4'-0" O.C., TYP. BY OTHERS REINFORCE WITH #4 TOENAILS, AT 6" O.C. E.W. AND NAILING NOTCH BEAM AT TYP PER PLAN 2X4 WITH E'N� FTG TYPE PER PLAN PERPENDICULAR AT 12AILS SOLID BLOCKING PLATES, WHERE E.N. PLY ATS A �N OCCURS SLEEPER, i 0•C•, P H2.5T EA. TRUSS N A ' e �. AND (2) AT TYP N (2) 16d MULTI -PLY TRUSSES NAILS, T T T T T T E.N. NP FASCIA BY OTHERS `. TOP PLATE PER 6/SD1 WALL FRAMING PER PLAN ' 2X SLEEPER SHEAR PER PLAN BEAM PER PLAN, WHERE OCCURS g N oQ�pFESS/OS` K. B --A F� cl�'No. 75688' * s/ 0/8 �Tq C IV 0- THICKNESS OF A0 3" CLR 9/02/16 A THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE 3" CLR- 6" O.C., TYP N ATTACHED STRUCTURAL CALCULATIONS 3" CLR LSTA18 E.S., UNO. WITH (3) 16d RAFTER OR NAILS AT EA TRUSS PER RAFTER OR TRUSS PLAN, TYP - ALL FRAMING PER PLAN 2X4 VERT. AT 24" O.C. WITH (4) 16d TOP AND (2) 16d OTTTYP \TRIMMER/S POST PER PLAN 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com TOENAILS B., 12 DETAIL 9 TYPICAL EAVE DETAIL 6 TYPICAL SPREAD FOOTING SCHEDULE 3 TYPICAL TOP PLATE BEAM DETAIL TYPICAL OVERFRAMING NO SCALENO SCALE SD2 NO SCALE SD2 NO SCALE SD2 ID2 NOTCH SHALL ROOF PLY AND NOT EXTEND INTO NAILING PER PLAN MIDDLE THIRD OF BEAM CLR. SPAN 1'-6" MAX � N 3) 16d TOENAILS OST PER PLAN AT HDU2 HOLDOWNS AT (E) FOUNDATIONS PROVIDE 5/8" DIA. A307 THREADED ROD _ FASCIA BY IN SIMPSON SET -XP EPDXY WITH 12" EMBED OLDOWN PER PLAN OTHERS E.N. IN (E) FOUNDATION. INSTALL PER MFR. 14" CLEAR TO RECOMMENDATIONS. LOCATE AND AVOID € Q Q / 2X4 FLAT ALL REINFORCING PRIOR TO DRILLING. (, = ROOF PLY MIN. OUTLOOKER AT OBTAIN SPECIAL INSPECTION AS REQUIRED PROVIDE 6" MIN WIDTH STEM H E) SHEATHING WHERE OCCURS �n z 24" O.C. NOTCH BEYOND PER 1 /SD2 WITH #4 TOP SHEAR PER SWS TYPE HOOKED AT EACH END AND #4 VERT w M A34 CLIP E.S. "6", TYP ENTIRE GABLE - PLY AND TOP (E) FLOOR FRAMING CHORD TO 12" OC, (3) MIN PER WALL SEGMENT t � _� i- Q 2 MSTA49 SEAT OUTLOOKER (\ ELEV. PER ARCH AND Q Q () P.T. DF SILL AND FLOOD ELEV. REQUIREMENTS BEAM PER PLAN A.B. PER 3/SD1 OR OPENING J STRAPS AT 1 /2" LIP AT GARAGE W H>16", 1" MIN. OTHERWISE EAM PER PLAN E.N. —'� SLOPE GRADE N Q (2) LSTA36 (2) MSTA49 8" MIN. AWAY FROM WHERE REQUIRED LiJ 12d AT 7" O.C. • STRAPS - LAN - -` __ FOUNDATION 1 2" ISOLATION JOINT 1/2" ISOLATION LLJ --POST PER STRAPS AT H>16", ROOF PLY AND U� NAILING PER PLAN 2X BLOCK 6" MIN. — JOINT BEYOND rik m Q OTHERWISE — PAVEMENT AND SLOPE ELEV. PER ARCH 2 LSTA36 _ ��- SUBGRADE BY OTHERS O H GABLE END _ -I I= I I III— ONCRETE SLAB -ON -GRADE STRAPS - 2 TAPER CUT BEAM A34 CLIP E.S. TRUSS BY OTHERS _I (I- z - y x PER PLAN. SLOPE PER GRADEALINE , 00 Z ARCH Q #4 CONT. BAR I UI -I TOP AND BOTT. » _ a X 00 12 MIN 1 1/2 (2) LAYERS OF � O a \ EAM PER PLAN, WHERE OCCURS ROOF TRUSS AND CLR • • BUILDING PAPER Q� U N - ATTACHMENT BY OTHERS NOTE: (E) FNDN 12» MIN. 3 CLR (2 #4CO TOP THS LINE Q U N STUD WALL PER PLAN CONTRACTOR SHALL VERIFY NOTCH NOTES: � „� (DI DEPTH AND LOCATION WITH TRUSS 12 N J MFR. PRIOR TO CUTTING. 1.) FOUNDATION SIZES, REINFORCING SHOWN, AND FRAMING SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER Lrv- -PRIOR TO CONSTRUCTION. r_ J 1 LU 5; 2.) COORDINATE UNDERFLOOR CLEARANCE WITH ARCHITECT/DESIGNER. �G 0 IL 11 BLE END TRUSS DETAIL $ TYPICAL HOEDOWN AT(E)FNDN DETAIL 5 TYP GARAGE DOOR OPENING FNDN DTL 2 -�TYPICAL POST TO BEAM DETA TYPICAL GA 0 NO SCALE NO SCALE L�D2NO SCALE SD2 QNO SCALE SD2 SD2O Eli MSTA12 STRAP -,,5" WALL FRAMING PER PLAN POST PER PLAN 1" KNIFE PLATE X DIMENSIONS BEAM PER PLAN REQ'D, CENTERED ON POST POST PER PLAN L " SHEAR PER RE OCCURS N AND PEDESTAL WITH (2) 1" PT DF SILL AND AB PER 3/SD1 NOTE: DO NOT DISTURB EXISTING ROOF TO DIA. THRU BOLTS EACH END 2 1 /2 (3) 1/4" DIA. SDS SCREW WITH 2 WALL CONNECTIONS (NOT SHOWN). 1/2- MIN. EMBED IN POST. COUNTER- 6" " � 1" GAP FOR DRAINAGE PERMIT BUTTE of Dom— SINK UP TO 1/2 AS REQ'D o EN LOPMENTSERVICEs CLADDING PER ARCHFL ODPER ELEV.RCH AND EVIEWED FOR REQUIREMENTS C E COMPLIANCEBEAM PER PLAN 7" ROOF PLY AND 18" SQ. (MIN) PEDESTAL, DAT MSTA12 STRAP NAILING PER PLAN CENTERED OVER FTG. 1/2» ISOLATION JOINT 27 (G _.._..._. __ ---.- AS RE �'D 4" MAX II BY - (3) 1/4" DIA. SDS SCREW WITH 2 V'FY DIM'S WITH ARCH Q ' 1/2- MIN. EMBED IN POST. COUNTER- ROOF TRUSSES CONCRETE SLAB -ON -GRADE » A35 CLIP AT 2 -0 O.C., TYP. BY OTHERS ! PER PLAN. SLOPE PER BEAM PER PLAN SINK UP TO 1/2 AS REQ'D (4) #4 VERT. 11" » ARCH 6 MIN E.N 1 1/2" CLR, TYP I ELEV. PER ARCH REVISIONS: H2.5T EA. TRUSS FINISHED GRADE OR i 36R MAXHARC• SLOPE GRADE • POST PER PLAN _ SLAB -ON -GRADE 77 BEAM PER PLAN BY OTHERS AS AWAY FROM FND1 PC#1 9/02/16 SOLID BLOCKING N OCCURS, TYP (3) 1/4- DIA. SDS SCREW WITH 2 _ 1/2" MIN. EMBED IN POST. COUNTER- 2 1 2" #4 AT 24" OC VERT, #4 SINK UP TO 1/2- AS REQ'DV,\,Z� — I AT 18" OC HORIZ, WHERE 12 MIN MSTA12 STRAP (E) 2X WALL STUDS I I -I I I I—I I " AT 16" O.C. MAX E) DBL TOP PLATE #3 HOOPS AT 8" O.C. STEM WALL HEIGHT > 1'-6" „ " •�_ ( g 12 MIN. #4 CONT TOP AND BOTT I BEAM PER PLAN BEAM PER PLAN FTG AND REINF. • • • L € DATE: 5/17/16 PER PLAN 3" CLR, np _12» SPREAD FOOTING PER NOTES: 3" CLR PLAN WHERE OCCURS SCALE: NTS POST PER PLAN 1.) ANY DISCREPANCIES BETWEEN EXISTING FRAMING SHOWN AND FIELD CONDITION SHALL DIM PER PLAN PARTIAL PLANS BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. NOTES: - DRAWN BY: RKB NOTES: 2.) BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 1.) CORROSION PROTECTION BY OTHERS. NOTCH POST AT BEAMS. DO NOT OVERCUT. 2.) BRACE STRUCTURE AS REQUIRED DURING CONSTRUCTION. NOTE: SEE DETAIL 1/SN FOR TYPICAL FLOOD VENT DETAIL, WHERE REQUIRED PER PLAN. JOB NUMBER: 16-196 2) PRE -DRILL SDS SCREW HOLES UP TO 5/32" AS REQUIRED TO AVOID SPLITTING. 3.) EXISTING ROOF FRAMING AND OVERFRAMING PER 8/SD2 AS REQUIRED, NOT SHOWN 3.) WEATHER TREATMENT BY OTHERS. 1 FOR CLARITY. 4.) COORDINATE FOOTING/POST LOCATION WITH 10/SD2. SHEET: � TYPICAL POST BASE DETAIL 4 1 TYPICAL BREEZEWAY POST -BEAM CONN'S 10 TYPICAL EAVE DETAIL TYP EXTERIOR GARAGE WALL FNDN DETAI SD2 NO SCALE SD2 NO SCALE U�D2JNO SCALE U�D2 NO SCALE SD2 i FOOTING SCHEDULE FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 1'-6" 12" F2 2'-0" 2'-0" 12" F2.5 2'-6" 2'-6" 1 12" F3 3'-0" 3'-0"1 12" 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com TOENAILS B., 12 DETAIL 9 TYPICAL EAVE DETAIL 6 TYPICAL SPREAD FOOTING SCHEDULE 3 TYPICAL TOP PLATE BEAM DETAIL TYPICAL OVERFRAMING NO SCALENO SCALE SD2 NO SCALE SD2 NO SCALE SD2 ID2 NOTCH SHALL ROOF PLY AND NOT EXTEND INTO NAILING PER PLAN MIDDLE THIRD OF BEAM CLR. SPAN 1'-6" MAX � N 3) 16d TOENAILS OST PER PLAN AT HDU2 HOLDOWNS AT (E) FOUNDATIONS PROVIDE 5/8" DIA. A307 THREADED ROD _ FASCIA BY IN SIMPSON SET -XP EPDXY WITH 12" EMBED OLDOWN PER PLAN OTHERS E.N. IN (E) FOUNDATION. INSTALL PER MFR. 14" CLEAR TO RECOMMENDATIONS. LOCATE AND AVOID € Q Q / 2X4 FLAT ALL REINFORCING PRIOR TO DRILLING. (, = ROOF PLY MIN. OUTLOOKER AT OBTAIN SPECIAL INSPECTION AS REQUIRED PROVIDE 6" MIN WIDTH STEM H E) SHEATHING WHERE OCCURS �n z 24" O.C. NOTCH BEYOND PER 1 /SD2 WITH #4 TOP SHEAR PER SWS TYPE HOOKED AT EACH END AND #4 VERT w M A34 CLIP E.S. "6", TYP ENTIRE GABLE - PLY AND TOP (E) FLOOR FRAMING CHORD TO 12" OC, (3) MIN PER WALL SEGMENT t � _� i- Q 2 MSTA49 SEAT OUTLOOKER (\ ELEV. PER ARCH AND Q Q () P.T. DF SILL AND FLOOD ELEV. REQUIREMENTS BEAM PER PLAN A.B. PER 3/SD1 OR OPENING J STRAPS AT 1 /2" LIP AT GARAGE W H>16", 1" MIN. OTHERWISE EAM PER PLAN E.N. —'� SLOPE GRADE N Q (2) LSTA36 (2) MSTA49 8" MIN. AWAY FROM WHERE REQUIRED LiJ 12d AT 7" O.C. • STRAPS - LAN - -` __ FOUNDATION 1 2" ISOLATION JOINT 1/2" ISOLATION LLJ --POST PER STRAPS AT H>16", ROOF PLY AND U� NAILING PER PLAN 2X BLOCK 6" MIN. — JOINT BEYOND rik m Q OTHERWISE — PAVEMENT AND SLOPE ELEV. PER ARCH 2 LSTA36 _ ��- SUBGRADE BY OTHERS O H GABLE END _ -I I= I I III— ONCRETE SLAB -ON -GRADE STRAPS - 2 TAPER CUT BEAM A34 CLIP E.S. TRUSS BY OTHERS _I (I- z - y x PER PLAN. SLOPE PER GRADEALINE , 00 Z ARCH Q #4 CONT. BAR I UI -I TOP AND BOTT. » _ a X 00 12 MIN 1 1/2 (2) LAYERS OF � O a \ EAM PER PLAN, WHERE OCCURS ROOF TRUSS AND CLR • • BUILDING PAPER Q� U N - ATTACHMENT BY OTHERS NOTE: (E) FNDN 12» MIN. 3 CLR (2 #4CO TOP THS LINE Q U N STUD WALL PER PLAN CONTRACTOR SHALL VERIFY NOTCH NOTES: � „� (DI DEPTH AND LOCATION WITH TRUSS 12 N J MFR. PRIOR TO CUTTING. 1.) FOUNDATION SIZES, REINFORCING SHOWN, AND FRAMING SHOWN SHALL BE FIELD VERIFIED AND ANY DISCREPANCIES BROUGHT TO THE ATTENTION OF THE ENGINEER Lrv- -PRIOR TO CONSTRUCTION. r_ J 1 LU 5; 2.) COORDINATE UNDERFLOOR CLEARANCE WITH ARCHITECT/DESIGNER. �G 0 IL 11 BLE END TRUSS DETAIL $ TYPICAL HOEDOWN AT(E)FNDN DETAIL 5 TYP GARAGE DOOR OPENING FNDN DTL 2 -�TYPICAL POST TO BEAM DETA TYPICAL GA 0 NO SCALE NO SCALE L�D2NO SCALE SD2 QNO SCALE SD2 SD2O Eli MSTA12 STRAP -,,5" WALL FRAMING PER PLAN POST PER PLAN 1" KNIFE PLATE X DIMENSIONS BEAM PER PLAN REQ'D, CENTERED ON POST POST PER PLAN L " SHEAR PER RE OCCURS N AND PEDESTAL WITH (2) 1" PT DF SILL AND AB PER 3/SD1 NOTE: DO NOT DISTURB EXISTING ROOF TO DIA. THRU BOLTS EACH END 2 1 /2 (3) 1/4" DIA. SDS SCREW WITH 2 WALL CONNECTIONS (NOT SHOWN). 1/2- MIN. EMBED IN POST. COUNTER- 6" " � 1" GAP FOR DRAINAGE PERMIT BUTTE of Dom— SINK UP TO 1/2 AS REQ'D o EN LOPMENTSERVICEs CLADDING PER ARCHFL ODPER ELEV.RCH AND EVIEWED FOR REQUIREMENTS C E COMPLIANCEBEAM PER PLAN 7" ROOF PLY AND 18" SQ. (MIN) PEDESTAL, DAT MSTA12 STRAP NAILING PER PLAN CENTERED OVER FTG. 1/2» ISOLATION JOINT 27 (G _.._..._. __ ---.- AS RE �'D 4" MAX II BY - (3) 1/4" DIA. SDS SCREW WITH 2 V'FY DIM'S WITH ARCH Q ' 1/2- MIN. EMBED IN POST. COUNTER- ROOF TRUSSES CONCRETE SLAB -ON -GRADE » A35 CLIP AT 2 -0 O.C., TYP. BY OTHERS ! PER PLAN. SLOPE PER BEAM PER PLAN SINK UP TO 1/2 AS REQ'D (4) #4 VERT. 11" » ARCH 6 MIN E.N 1 1/2" CLR, TYP I ELEV. PER ARCH REVISIONS: H2.5T EA. TRUSS FINISHED GRADE OR i 36R MAXHARC• SLOPE GRADE • POST PER PLAN _ SLAB -ON -GRADE 77 BEAM PER PLAN BY OTHERS AS AWAY FROM FND1 PC#1 9/02/16 SOLID BLOCKING N OCCURS, TYP (3) 1/4- DIA. SDS SCREW WITH 2 _ 1/2" MIN. EMBED IN POST. COUNTER- 2 1 2" #4 AT 24" OC VERT, #4 SINK UP TO 1/2- AS REQ'DV,\,Z� — I AT 18" OC HORIZ, WHERE 12 MIN MSTA12 STRAP (E) 2X WALL STUDS I I -I I I I—I I " AT 16" O.C. MAX E) DBL TOP PLATE #3 HOOPS AT 8" O.C. STEM WALL HEIGHT > 1'-6" „ " •�_ ( g 12 MIN. #4 CONT TOP AND BOTT I BEAM PER PLAN BEAM PER PLAN FTG AND REINF. • • • L € DATE: 5/17/16 PER PLAN 3" CLR, np _12» SPREAD FOOTING PER NOTES: 3" CLR PLAN WHERE OCCURS SCALE: NTS POST PER PLAN 1.) ANY DISCREPANCIES BETWEEN EXISTING FRAMING SHOWN AND FIELD CONDITION SHALL DIM PER PLAN PARTIAL PLANS BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. NOTES: - DRAWN BY: RKB NOTES: 2.) BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 1.) CORROSION PROTECTION BY OTHERS. NOTCH POST AT BEAMS. DO NOT OVERCUT. 2.) BRACE STRUCTURE AS REQUIRED DURING CONSTRUCTION. NOTE: SEE DETAIL 1/SN FOR TYPICAL FLOOD VENT DETAIL, WHERE REQUIRED PER PLAN. JOB NUMBER: 16-196 2) PRE -DRILL SDS SCREW HOLES UP TO 5/32" AS REQUIRED TO AVOID SPLITTING. 3.) EXISTING ROOF FRAMING AND OVERFRAMING PER 8/SD2 AS REQUIRED, NOT SHOWN 3.) WEATHER TREATMENT BY OTHERS. 1 FOR CLARITY. 4.) COORDINATE FOOTING/POST LOCATION WITH 10/SD2. SHEET: � TYPICAL POST BASE DETAIL 4 1 TYPICAL BREEZEWAY POST -BEAM CONN'S 10 TYPICAL EAVE DETAIL TYP EXTERIOR GARAGE WALL FNDN DETAI SD2 NO SCALE SD2 NO SCALE U�D2JNO SCALE U�D2 NO SCALE SD2 i 2013 CALGreen Residential Mandatory Measures Planning and Design 4.106.2 - Storm Water Drainage and Retention - Projects which disturb less than one acre of soil and are not part of a larger common plan of development shall manage storm water drainage during construction. 4.106.3 - Grading and Paving - Construction plans shall indicate how the site grading and drainage system will manage all surface water flows to keep water from entering building. Exception: Additions or alterations not altering the drainage path. 4.106.4.1- Electric Vehicle (EV) charging - For new constructed dwelling units, install a listed raceway to accommodate a dedicated 208/240 -volt branch circuit. The raceway shall not be less than trade size 1(nominal 1 -inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40 -ampere minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protective device. The service panel or subpanel circuit directory shall identify the overcurrent protective device spaces(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". Energy Efficiency 4.201.1-5.201.1- Low-rise residential (Section 4.201.1) and high-rise residential/hotel/motel (Section 5.201.1) building shall meet or exceed the minimum standards design required by the California Energy Standards. Standards for residential buildings do not require compliance with levels of minimum energy efficiency beyond those required by the 2013 California Energy Code. Water Efficiency and Conservation Indoor Use - 4.303.1 -Water Conserving Plumbing Fixtures and Fittings. - Plumbing fixtures and fittings shall comply with the following: 4.303.1.1 - Water closets flush volume shall not exceed 1.28 gals per flush. 4.303.1.2 - Urinals flush volume shall not exceed 0.5 gals per flush. 4.303.1.3.1- Single showerheads shall have a maximum flow rate of not more than 2.0 gpm. 4.303.1.3.2 - Multiple showerheads shall have a combined flow rate of all showerheads and/or shower outlets controlled by a single valve shall not exceed 2.0 gpm or only one shower outlet to be in operation at a time. 4.303.1.4.1- Residential lavatory faucets maximum flow rate shall not exceed 1.5 gpm. The minimum flow rate shall not be less than 0.8 gpm. 4.303.1.4.2 - Lavatory faucets in common and public areas of residential buildings shall not exceed 0.5 gpm. 4.303.1.4.3 - Metering faucets shall not deliver more than 0.25 gals per cycle. 4.303.1.4.4 - Kitchen faucets maximum flow rate shall not exceed 1.8 gpm. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gpm. Note: When complying faucets are unavailable, aerators or other means may be used to achieve reduction. 4.303.2 - Plumbing fixtures and fittings shall be installed in accordance with the Plumbing Code. Outdoor Use - 4.304.1- Irrigation Controllers - Automatic irrigation system controllers for landscaping by the builder and installed at the time of final inspection shall comply with the following: 1. Controllers shall be weather- or soil moisture -based controllers that automatically adjust irrigation in response to changes in plant watering needs as weather or soil conditions change. 2. Weather -based controllers without integral rain sensors or communication systems that account for rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controller(s). Material Conservation and Resource Efficiency 4.406.1- Rodent Proofing - Annular spaces around pipes, electric cables, or other openings in sole/bottom plates at exterior walls shall be closed with cement mortar, concrete masonry or a similar method acceptable to the enforcing agency to prevent passage of rodents. 4.408.1- Construction Waste Reduction of at least 50% - A minimum of 501% of the construction waste generated at site is diverted to recycle or salvage. 4.408.2 Construction Waste Management Plan - Submit a construction waste management plan meeting items 1-5 in Section 4.408.2. Plans shall be undated as necessary and shall be available for examination during construction. 4.408.3 - Waste Management Company - Utilize a waste management company, approved by the enforcing agency, which can provide verifiable documentation that diverted construction and demolition waste materials meet the requirements in Section 4.408.1. 4.408.4 - Waste Stream Reduction Alternative - Generate a total combined weight of construction and demolition waste disposed in landfills that is equal to or less than 4 lbs per sq. ft. of the building area. 4.408.4.1- Waste Stream Reduction Alternative (High -Rise Residential) - Generate a total combined weight of construction and demolition waste disposed in landfills that is equal to or less than 2 lbs per sq. ft. of the building area. 4.410.1- Operation & Maintenance Manual - An operation and maintenance manual shall be provided to the building owner or occupant. Environmental Quality 4.503.1 General - Any installed gas fireplace shall be a direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase II emission limits where applicable. Woodstoves, pellet stoves, and fireplaces shall also comply with applicable local ordinances. 4.504.1 Coverings of Duct Openings and Protection of Mechanical Equipment during Construction - Duct openings and other related air distribution component openings shall be covered during construction. 4.504.2.1- Adhesives, Sealants and Caulks - Shall be compliant with VOC and other toxic compounds limits. 4.504.2.2 - Paints and Coatings - Shall be compliant with VOC limits. 4.504.2.3 - Aerosol Paints and Coatings - Shall be compliant with product weighted MIR limits for ROC and other toxic compounds. 4.504.3 - Carpet Systems - Shall be compliant with VOC limits. 4.504.4 - Resilient Flooring Systems - 80% of floor areas receiving resilient flooring shall comply with the VOC - emission limits defined in the Collaborative for High Performance Schools (CHPS) Low -emitting Materials List or to be certified under the Resilient Floor Covering Institute (RFCI) FloorScore Program. 4.504.5 - Composite Wood Products - Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. 4.505.2 - Concrete Slab Foundations - A vapor retarder and capillary break is installed at slab on grade foundations. 4.505.3 - Moisture Content of Building Materials - Wall and floor framing materials shall be checked before enclosure. 4.506.1- Bathroom Exhaust Fans - Exhaust fans which terminate outside the building are provided in every bathroom. 4.507.2 - Heating and Air Conditioning System Design - Duct systems are sized, designed, and equipment selected using the following methods: 1. Establish heat loss and heat gain values according to ACCA Manual J or equivalent. 2. Size duct systems according to ACCA 29-D (Manual D) or equivalent. 3. Select heating and cooling equipment according to ACCA 36-S (Manual S) or equivalent. Installed & Special Inspection Qualifications 702.1- HVAC system installers are trained and certified in the proper installation of HVAC systems and equipment. 702.2 Special inspectors must be qualified and able to demonstrate competence to the enforcing agency in the discipline in which they are inspecting. 703.1- Documentation -Verification of compliance with the code may include construction documents, plans, specifications, builder or installer certification, inspection reports, or other methods of acceptable to the enforcing agency which show substantial conformance. T&BLE 4;504.1 ADHESIVE VOC LfMrrl� Wa1Lstan pg�. E mpt Con bind; [ft Gwma. per 1-11pe AACHITECTI1n L APPLI CAT 1 tsl 1r-PEi+ltV0CLIMIT Lrfln-tr r;u .'t Lid IIicsi f . Cam, t Id ailhi��irQs � Oat ldo or camet adhesdv ti i Woorl 1no ad ir` 4v ti - Rul*cr flow t '+ s ubrioctr aT11vr,ia 1� C'era,mic lith ad'hvniw tis '%�'C T iaud aM 'hzfll ki le. adlli�. is t Drywall and euxt aJh6vP-v,-,, Y Cow rt,.v-: I d s.ir 5:11111 t"'.`ICa III .IN1 b'� [2:'all t4!"T7a;t.lryr! iiGlilli'�iE'• .�-� '�tI11�t��t�) :[ASjt1 �til���: i���• I da le .11' n � t a,,ta'Ifarata~ I�� ,iai s 5r, S PEC ALT APPLIr_1'Ie_41 f'r u§ chirp . z -_pit P till 64< ]',VC' "Ad int 5 111 L"Fl(C 6*el11iI1 49 ABS v"k,Iiiltl a Pla otic o� inrral 'k Odiai �SFI AcJfimdw:� Ulrrw For Llallc 517) Conl,la rl aldh .-,f 1,v , Fnvl Coi hici s t;ra ' r iat P a ,o ,,- wntrtct clh, .►..i 511 ` iti c turgid w e°Y vj tMionnb 7 r ad hf 2s•1 aim ( _1171 ,I;. -!c a nd 1.4 na ap-lii =tai:(?• ,10I 6 3TRATE EPEf'IFIG APPLICflTlGNS 4'k ILI it) lna-t�1 l J thmic frmn s pnrni m. VNrn nri 1061Mrd"trtatflt-t-Ina crot o 1 IF an a�_tlio%iv it n v!d b-) tar-ind di ::"i mita- sulbxlratw% Ix e tl�rer_ tt�cw+ a tr�si� -TrE�'u-t�tai�l��st �i`�C'rcantra�t �t�lJt�ltr+a�d ro-'raddition-AinI-M1ati(::#ftFE1,1 iortxtturnthe *«f` 7ct,rrtenl vllic+:J inlfihtrb!t_, so,:, ': gutta r"tia t ,fir udllty irtana!�Q--ritDi�ofic Rules I Ir,k TAIDILLE 4,50112 SEALANTYX LlFArT Lr -p, -,q Waujr and Les& Eyompt Coar3gptoUndr fn flpai s p*r L.iter SEALANTS CUPP PITT VOC LIKIT Ar6itectur-,ai f . ; --- ---- -_ ------ --- -_------- � --y __ ! _ . _ _-.__ __ __ _ _ _ __ ___ _ _ _ - _ __�____ __ __ _